ROADWAY SECTION PRINCIPAL ARTERIAL 2-01
ROADWAY SECTION MINOR ARTERIAL COMMERCIAL/MIXED USE 2-02
ROADWAY SECTION MINOR ARTERIAL REDISENTIAL 2-03
ROADWAY SECTION COLLECTOR COMMERCIAL MIXED USE 2-04
ROADWAY SECTION COLLECTOR RESIDENTIAL 2-05
ROADWAY SECTION LOCAL 2-06
2-07
ROADWAY SECTION PRIVATE 2-08
BULB-OUT PARKING 2-09
VALLEY GUTTER VALLEY GUTTER WITH CATCH BASIN CEMENT CONCRETE VALLEY GUTTER 2-10
DEAD END AND FIRE ACCESS 2-11
TEMPORARY BARRICADE AND NOTICE SIGN 2-12
PAVEMENT DESIGN STANDARDS 2-13
PERPENDICULAR TRENCH RESTORATION FOR PAVED AREAS 2-14
PARALLEL TRENCH RESTORATION FOR PAVED AREAS 2-15
TRENCH RESTORATION FOR UNPAVED AREAS 2-16
PAVEMENT EDGE GRINDING 2-17
SIDEWALK 2-18
SIDEWALK SPACING 2-19
CEMENT CONCRETE CURB & GUTTER PAN 2-20
MAIL BOX CLUSTER STYLE 2-21
MAILBOX STAND 2-22
METERED SERVICE DISCONNECT FOR STREET LIGHTING AND TRAFFIC SIGNALS 2-23
CAST IN PLACE MONUMENT 2-24
BOTTOM VIEW COVER SECTION FRAME SECTION MONUMENT CASE AND COVER WITH RISER 2-25
1" 'PROLOCK' CHAIN LOCK TREE TIE OR EQUAL AND 2" DIA. TREE STAKES (TYP) - AS REQUIRED BY CITY PER CIVIL PLAN REVIEW FINISH GRADE CU SOIL (TYP) SIDEWALK BALL DEPTH 5' MIN. 1" TREE WRAP AS SPECIFIED TO FIRST BRANCHING. 2" MULCH LAYER FEATHERED AWAY FROM TRUNK TO BE FLUSH WITH PAVED SURFACE/FINISHED GRADE TO ALLOW FOR SETTLING. CURB SIDES OF PLANTING PIT CU SOILS SHALL BE USED TO MEET TOPSOIL VOLUME FOR REQUIRED TREES PER SECTION 2B.125 (SEE NOTE) 12" MIN. TOPSOIL TYPE A PER SECTION 2B.125 PLANTING MOUND ROOT BARRIER (SEE NOTE) IRRIGATION LATERAL (SUPPLY) LINE TO PLANTINGS LOCATE IRRIGATION MAINLINE AND NOTES: VALVES BEHIND BACK OF WALK 1. TREES MUST BE IN GOOD HEALTH, NOT SHOW ANY FORM OF DISEASE, AND CONFORM TO CURRENT ANSI Z60 AMERICAN STANDARDS FOR NURSERY STOCK, OR TREE WILL BE REJECTED ON SITE. 2. TOPSOIL VOLUME PER APPENDIX A OF CHAPTER 2 SHALL BE DIMENSIONED AS FOLLOWS: DEPTH (MIN.) = 4 FT. WIDTH (MIN.) = PLANTER STRIP WIDTH (MEASURED FROM BACK OF CURB TO FACE OF SIDEWALK) LENGTH (MAX.) = 2 x WIDTH TOPSOIL VOLUME SHALL INCLUDE TOTAL VOLUME OF TOPSOIL TYPE A AND CU SOILS. 3. ROOT BARRIER SHALL BE DEEP ROOT 24-2 BY DEEP ROOT, TREE ROOT GUIDE RS-40 BY ROOT SOLUTIONS, ROOT BARRIER PANEL EP-1250 BY NDS, OR APPROVED EQUAL. ROOT BARRIER SHALL BE 15 FT. LONG CENTER ON THE TREE, 2' DEEP, AND ON BOTH SIDES OF THE TREE (TYP). 4. TREES SHALL BE LOCATED OUTSIDE ANY INTERSECTION SIGHT DISTANCE TRIANGLE. SEE SECTION 2B.150. PLANTING DIRECTIONS: 1. THOROUGHLY SCARIFY SIDES AND BOTTOM OF PLANTING PIT. REMOVE ANY DEBRIS AND STONES LARGER THAN 1" IN ANY DIRECTION AND AMEND NATIVE SOIL AT BOTTOM WITH 10% COMPOST TO CREATE PLANTING MOUND. LIGHTLY COMPACT SOIL AND WATER BACKFILL TO PREVENT SETTLING. 2. AFTER THE PROPER DEPTH OF THE PLANT MATERIAL HAS BEEN ESTABLISHED, PLACE THE ROOT BALL IN THE CENTER OF THE HOLE WITH ROOT BALL 1 INCH HIGHER THAN DEPTH GROWN IN NURSERY. 3. RELEASE AND COMPLETELY REMOVE TREE FROM CONTAINER (BURLAP, WIRE, GROW BAG ETC.) AND DISCARD OFF-SITE. 4. SPREAD ROOTS TO A NATURAL SPREAD AND DISTRIBUTION. BACKFILL, WORKING THE SOIL AROUND THE ROOTS WITH TOPSOIL TYPE A. 5. PLACE FERTILIZER TABLETS AS SPECIFIED. 6. TAMP TO COMPACT THE BACKFILL AND PROVIDE A SLIGHT DEPRESSION AND WATERING SAUCER, TAKING CARE TO NOT INJURE THE ROOT SYSTEM WHILE BACKFILLING. 7. STREET TREES SHALL NOT BE LOCATED IN THE SIGHT DISTANCE TRIANGLE EXCEPT AS PROVIDED IN SECTION 2B.150. TREE PLANTER AND BARRIER IN PLANTER STRIP 2-26
GRATE NOTES: 1. OPENING FOR TREE SHALL BE BETWEEN 16" AND 18" DIAM. 2. GRATES SHALL BE CAST IN TWO PIECES. 3. NO OPENING IN GRATE DESIGN SHALL BE GREATER THAN 1 2 ". 4. GRATE SHALL BE CAST IRON PER ASTM A48 CLASS 35B OR BETTER. 5. GRATE SHALL BE 5' SQUARE 'FAN' BY URBAN ACCESSORIES OR APPROVED EQUAL. GRATES SHALL BE INSTALLED WITH BRACKETS AND/OR FRAMES PER THE MANUFACTURER'S RECOMMENDATION. ALL GRATES SHALL SATISFY ADA STANDARDS. 2" VOID BETWEEN GRATE AND TOP SOIL GRATE WITH FRAME TO BE INSTALLED FLUSH WITH SIDEWALK SIDEWALK CURB NOTE: REFER TO DETAIL 2-26 FOR TREE PLANTING AND SOIL REQUIREME. TREE WELL AND GRATE 2-27
DECORATIVE LUMINAIRE BASE 2-28
STANDARD 15 FOOT LIGHT POLE 2-29
STANDARD 20 FOOT LIGHT POLE 2-30
STANDARD 30 FOOT LIGHT POLE 2-31
PATTERNED CEMENT CONCRETE CROSSWALK 2-32
PEDESTRIAN GUARD 2-33
LUMEC 5566 (MIN.) LUMEN LED LUMINAIRE 2-34
LUMEC 7833 (MIN.) LUMEN LED LUMINAIRE 2-35
LUMEC 13544 (MIN.) LUMEN LED LUMINAIRE 2-36
Main St E Main St E SIGN - PUBLIC ROAD STREET NAME 2-37
38th Av Olympic Dr SIGN - 16" OVERHEAD STREET NAME 2-38
000 St Xxxxxx Rd SIGN - 24" OVERHEAD STREET NAME 2-39
PRIVATE ROAD 342 Av PRIVATE ROAD Main St SIGN - PRIVATE ROAD STREET NAME 2-40
SIGN - TEMPORARY ROAD CLOSURE 2-41
SIGN POST - SLIP BASE FOR CLASSIFIED ROADWAYS 2-42
SIGN POST - NON SLIP BASE FOR NON CLASSIFIED ROADWAYS 2-43
STOP SIGN INSTALLATION 2-44
SIGN NOTES AND DETAILS 2-45
08/16 PERMEABLE DRIVEWAY 5' MIN. P L SIDEWALK SEE STD PLANS 2-18, 2-47 AND 2-48 R/W 10% MAX. SLOPE STRUCTURE R/W DRIVEWAY ENTRANCE PER WSDOT STANDARD PLANS SIDEWALK 6" MIN. PERVIOUS CONCRETE PERVIOUS CONCRETE SECTION STREET PLAN 6" MIN. PERMEABLE BALLAST, SEE NOTE 4 6" MIN. OPTIONAL TREATMENT LAYER, SEE NOTE 3 2" MIN. SCARIFY SUBGRADE GEOTEXTILE REQUIRED BETWEEN PERMEABLE BALLAST AND SAND LAYER IF SAND LAYER UTILIZED. GEOTEXTILE MAY BE REQUIRED BETWEEN PERMEABLE BALLAST AND NATIVE SOILS, SEE NOTE 5 CURB POROUS HMA SECTION DRIVEWAY ENTRANCE PER WSDOT STANDARD PLANS GEOMEMBRANE BARRIER, SEE NOTE 8 4" MIN. POROUS HMA 6" MIN. PERMEABLE BALLAST, SEE NOTE 4 6" MIN. OPTIONAL TREATMENT LAYER, SEE NOTE 3 2" MIN. SCARIFY SUBGRADE GEOTEXTILE REQUIRED BETWEEN PERMEABLE BALLAST AND SAND LAYER IF SAND LAYER UTILIZED. GEOTEXTILE MAY BE REQUIRED BETWEEN PERMEABLE BALLAST AND NATIVE SOILS, SEE NOTE 5 6" MIN., 0% SLOPE GEOTEXTILE, SEE NOTE 5 PROFILE 6" MIN. NOTES: 3% MAX. manufacturer's recommendations and include an appropriate reservoir layer and scarification of subgrade per SWSDM. practicable. Run-on shall only be allowed from fully stabilized areas. capacity. Engineer to provide calculations per SWSDM. section, per soils professional recommendation. Geotextile will be required between permeable ballast and sand layer. Non-woven geotextile to conform to WSDOT Spec. 9-33.2(1), Tables 1 and 2. subgrade and permeable ballast. It is recommended to follow the Stormwater Management and Site Development Manual for work on standard and permeable section. It shall be installed below finished grade and per Std. Plan 2-65. Geomembrane barrier seams shall overlap at least 18" or per manufacturer's recommendations. Geomembrane barrier shall extend the length of the permeable section when adjacent to structure. Additional design considerations are required when the 1. Permeable pavers may be allowed. Cross section shall meet 2. Limit run-on to permeable pavement surfaces to the maximum extent 3. 6-inch minimum treatment layer of sand or media if required per SWSDM. 4. Thicker section of ballast may be required to establish sufficient reservoir 5. Geotextile may be required between native soils and permeable pavement 6. Refer to Volume III Section 3.5 of the SWSDM (Ecology BMP T5.15 for design criteria and soils suitability. 7. Work within right-of-way shall be in compliance with the SWSDM for private property. 8. Geomembrane barrier shall provide an impermeable barrier between standard pavement. 9. This figure applicable to driveways that are flat or slope away from the driveway slopes toward the structure. CITY OF GIG HARBOR ENGINEERING DIVISION GEOMEMBRANE BARRIER INSTALLED AND ANCHORED PER MANUFACTURER (IF REQUIRED PER SOILS PROFESSIONAL, TYPICAL VERTICALLY AND TO TWO FEET HORIZONTAL FROM STRUCTURE), SEE NOTE 8 DETAIL NAME DETAIL NO. PERMEABLE DRIVEWAY 2-46 APPROVED FOR PUBLICATION CITY ENGINEER DATE
ROW ROW PERMEABLE BALLAST (SEE NOTE 8) PERMEABLE BALLAST TO SURFACE OR 6" MIN. DEPTH AMENDED SOILS, PER NOTE 13 2' MIN. VARIES-SEE NOTE 4 3/8" EXPANSION JOINT SLOPE: 2% (MAX)-SEE NOTE 1 COMBINATION WALK SECTION 2' MIN. PERMEABLE BALLAST (SEE NOTE 8) STANDARD CEMENT CONCRETE SIDEWALK, SEE STD. PLAN 2-18 GEOTEXTILE, IF REQUIRED SEE NOTE 10 PERMEABLE BALLAST TO SURFACE OR 6" MIN. DEPTH AMENDED SOILS, PER NOTE 13 VARIES-SEE NOTE 4 SLOPE: 2% (MAX) SEE NOTES 1 AND 12 CEMENT CONCRETE TRAFFIC CURB & GUTTER. SEE STD. PLAN 2-20, OR AS SPECIFIED IN PLANS. STANDARD CEMENT CONCRETE SIDEWALK, SEE STD. PLAN 2-18 LEVEL LEVEL SWMM. CEMENT CONCRETE TRAFFIC CURB & GUTTER. SEE STANDARD PLAN NO. 2-20 OR AS SPECIFIED ON PLANS. 1' MIN. FOR BALLAST DEEPER THAN CURB, PROVIDE A GEOMEMBRANE BARRIER PER STD. PLAN 2-65. 6" MIN. (DEPTH VARIES). MODELING MAY BE REQUIRED FOR COMPLIANCE WITH 5' (MIN.) 6" MIN. (DEPTH VARIES) MODELING MAY BE REQUIRED FOR COMPLIANCE WITH SWMM GEOTEXTILE, IF REQUIRED SEE NOTE 10 SIDEWALK WITH PLANTER STRIP SECTION NOTES: 1. Sidewalks shall be designed and constructed in accordance with ADA standards for accessible design, 28 CFR, Part 35 and as supplemented by the public right of way accessibility guidelines (PROWAG). 2. When placing walk adjacent to existing curb and gutter, curb and gutter will be repaired as necessary before placing concrete forms for walk per City of Gig Harbor Public Works standards. 3. Staking is required where no curb is present. 4. Combination walk shall be 7' min. on all commercial sites and arterial streets. Combination walk shall be a minimum of 5' on non arterial streets. Dimensions are from back of curb to back of walk. See contract plans for width and placement of sidewalk. 5. All expansion joints shall be full depth with 3/8" premolded joint filler. 6. All joints shall be cleaned and edged. External edges shall be 1/2" radius. Internal joints shall be 1/4" radius. 7. Subgrade preparation shall meet APWA GSP 2-06.3(3) Subgrade for Permeable Pavements. 8. Permeable ballast shall meet APWA GSP 4-04.2 Gravel Base and 9-03.9(2).Opt1 Pavement Ballast. 9. All soft and yielding foundation material shall be removed and replaced with ballast per APWA GSP 4-04.2 Gravel Base and 9-03.9(2).Opt1 Permeable Ballast. 10. Geotextile fabric may be required between native soils or amended soils and permeable ballast per the recommendation of the geotechnical professional. Geotextile shall be per APPROVED FOR PUBLICATION CITY ENGINEER CITY OF GIG HARBOR ENGINEERING DIVISION DETAIL NAME BALLASTED CEMENT CONCRETE SIDEWALK WSDOT 9.33.2(1), Tables 1 and 2, nonwoven, moderate survivability. 11. For plan view refer to City of Gig Harbor Standard Plan 2-18. 12. Sidewalk with planter strip may slope in either direction. 13. Planting strip soils shall be per Volume III Section 3.1 of the SWSDM (Ecology BMP T5.13) see SWSDM Quality Design Details 34.1-34.4, if applicable; or scarify or till subgrade to 3 inch depth. Place 3-inches of topsoil on surface and till into 5-inches of site soil. Install 3-inches of arborist wood chip mulch or as specified on plans. Topsoil layer with a minimum organic matter content of 10% dry weight in planting beds, and 5% in turf areas, and a ph from 6.0 to 8.0 or matching the ph of the original undisturbed soil. 14. All disturbed areas not covered with hard surfaces shall be stabilized by planting or mulching. 15. Where needed, adjust ballast in planting strip to accommodate plants. Keep permeable ballast a minimum 2 feet from trunk of trees. 16. Where ballasted sidewalk is installed adjacent to permeable roadway, the permeable ballast may extend from the sidewalk to the roadway section. See Std. Plan 2-51b. 17. Refer to Std. Plan 2-52 for subgrade terracing, as applicable. DETAIL NO. 2-47 DATE 08/16
CURB CITY OF GIG HARBOR ENGINEERING DIVISION A A PARKING 08/16 B 15' MAX. 15' MAX. CONTRACTION JOINT UTILITY LIDS (SUCH AS CLEANOUTS) SHALL BE CENTERED WITHIN CONTRACTION JOINT WITH ISOLATION JOINT ALL AROUND LID ISOLATION JOINT ADJACENT TO STANDARD CONCRETE SIDEWALK (TYP.) UTILITY SERVICE BOX (ISOLATION JOINT ALL AROUND) CONTRACTION JOINT (TYP.) PLANTING STRIP 1 1 2' PERMEABLE BALLAST (SEE NOTES 9, 13 AND 14) GEOTEXTILE IF REQUIRED, SEE NOTE 11 NOTES: 6" MIN. DEPTH AMENDED SOILS SEE NOTE 12 B SLOPE: 2% (MAX) SEE NOTE 1 LEVEL 1. See 2-48b for Notes. VARIES-SEE NOTE 4 4" 1' 1 5' (MIN.) 4" MIN. (DEPTH VARIES) MODELING MAY BE REQUIRED FOR COMPLIANCE WITH SWSDM SECTION B-B 1 CURB CEMENT CONCRETE TRAFFIC CURB & GUTTER. SEE STD. PLAN 2-20 OR AS SPECIFIED ON PLANS 6" MIN. DEPTH AMENDED SOILS SEE NOTE 12 PERMEABLE BALLAST (SEE NOTES 9, 13 AND 14) 1 1 PLAN 2' VARIES-SEE NOTE 4 SLOPE: 2% (MAX) SEE NOTE 1 ISOLATION JOINT CEMENT CONCRETE TRAFFIC CURB & GUTTER. SEE STD. 4" PLAN 2-20 OR AS SPECIFIED IN PLANS LEVEL GEOTEXTILE IF REQUIRED, SEE NOTE 11 SECTION A-A CONTRACTION JOINT TO MATCH CURB, JOINT SPACING NOT TO EXCEED 15'. CLOSER JOINT SPACING IS RECOMMENDED ON CURVES. 4" MIN. (DEPTH VARIES) MODELING MAY BE REQUIRED FOR COMPLIANCE WITH SWMM DETAIL NAME DETAIL NO. PERVIOUS CONCRETE SIDEWALK 2-48a APPROVED FOR PUBLICATION CITY ENGINEER DATE
CITY OF GIG HARBOR ENGINEERING DIVISION 08/16 NOTES: 1. Sidewalks shall be designed and constructed in accordance with ADA standards for accessible design, 28 CFR, Part 35 and as supplemented by the public right of way accessibility guidelines (PROWAG). 2. When placing walk adjacent to existing curb and gutter, curb and gutter will be repaired as necessary before placing concrete forms for walk per City of Gig Harbor Public Works standards. 3. Staking is required where no curb is present. 4. Combination walk shall be 7' min. on all commercial sites and arterial streets. Combination walk shall be a minimum of 5' on non arterial streets. Dimensions are from back of curb to back of walk. See contract plans for width and placement of sidewalk. 5. All isolation joints shall be full depth with 3/8" premolded joint filler. 6. All joints shall be clean and edged. Joint edges shall be 1/2" radius. 7. Subgrade preparation shall meet APWA GSP 2-06.3(3) Subgrade for Permeable Pavements. 8. All soft and yielding foundation material shall be removed and replaced with ballast per APWA GSP 4-04.2 Gravel Base and 9-03.9(2).Opt1 Permeable Ballast. 9. Permeable ballast shall meet APWA GSP 4-04.2 Gravel Base and 9-03.9(2).Opt1 Permeable Ballast. 10. All pervious surfaces shall be vacuumed immediately after completion of sawcutting to prevent clogging per Std. Plan 2-49. 11. Geotextile fabric may be required between native soils and permeable ballast per the recommendation of the geotechnical professional. Geotextile shall be per WSDOT 9.33.2(1) Tables 1 and 2, nonwoven, moderate survivability. 12. Planting strip soils shall be per Volume III Section 3.1 of the SWSDM (Ecology BMP T5.13) see SWSDM Quantity Design Details 34.1-34.4, if applicable; or scarify or till subgrade to 3 inch depth. Place 3 inches of topsoil on surface and till into 5-inches of site soil. Install 3-inches of arborist wood chip mulch or as specified on plans. Topsoil layer with a minimum organic matter content of 10% dry weight in planting beds, and 5% in turf areas, and a ph from 6.0 to 8.0 or matching the ph of the original undisturbed soil. 13. Where needed, adjust ballast in planting strip to accommodate plants. Keep permeable ballast a minimum 2 feet from trunk of trees. 14. For ballast deeper than curb, provide a geomembrane barrier per Std. Plan 2-65 between permeable ballast and road section unless adjacent road is permeable. 15. All disturbed areas not covered with hard surfaces shall be stabilized by planting or mulching. 16. Refer to Std. Plan 2-52 for subgrade terracing, as applicable. DETAIL NAME DETAIL NO. PERVIOUS CONCRETE SIDEWALK 2-48b APPROVED FOR PUBLICATION CITY ENGINEER DATE
DETAIL NO. 2-49 DATE 08/16 NOTES: 1. To be used only where abutting surfaces are pervious concrete or as directed in writing by City of Gig Harbor. Permeable roads may be required to be patched in an alternate material as directed in writing by City of Gig Harbor. 2. All pavement restoration work shall also meet the requirements of the City of Gig Harbor Public Works standards. 3. Temporary Surface Restoration: Arterials, industrial areas and/or roads with bus traffic : Temporary patches shall be compacted and leveled to a minimum of 3-inches of hot-mix asphalt (HMA). Residentials and alleys: Temporary patches shall be compacted and leveled to a minimum of 2-inches of either HMA or cold-mix asphalt. Temporary patches between October 1st and March 31st shall be made with HMA unless otherwise approved. 4. All permanent final patches shall be rectangular in shape and constructed parallel and perpendicular to the road centerline. 5. Where existing pavement defects are in close proximity to the new cut, the inspector may require additional pavement removal to eliminate the pavement defect. 6. The final cut edge of paved surfaces shall be smooth and straight, consistent with grinding or saw cutting devices. No jagged, broken or undermined edges are allowed. Cutting wheel run-out beyond the limits of the opening shall be filled in accordance with WSDOT Standard Specification 5-05.3(8)B for cement concrete surfaces. Joint sealant shall not migrate beyond run-out areas. 7. All pervious surfaces shall be vacuumed immediately after completion of sawcutting to prevent clogging. 8. Permanent Panel Replacement: Arterials, industrial areas and/or roads with bus traffic: 100% panel replacement is required for all affected panels. Monolithic curbs will be poured at time of panel replacement. Residential and Alleys: Panels cut greater than ½ the panel length, width, or total area, including the 2-foot cut back, will require 100% panel replacement. Panels cut less than ½ the panel length, width, or total area, including the 2-foot cut back will require 50% panel replacement. Three-piece panels are not acceptable and will require 100% panel replacement. 9. Pervious concrete pavement mix shall be approved in writing by the City of Gig Harbor. 10. Where geotextile fabric or geomembrane liner exist under the permeable ballast, replace with same material. Additional width of excavation may be necessary to overlay fabric or liner. Where a liner is used to create a watertight barrier, repair per manufacturer's specifications to maintain a watertight barrier. FOR EXTE OF PANEL REPLACEMENT SEE NOTE 8 PERVIOUS CONCRETE PAVEMENT MATCH EXISTING THICKNESS PROPOSED PERMEABLE BALLAST TO MATCH EXISTING PERMEABLE BALLAST (THICKNESS AND GRADATION) CONSTRUCTION JOINT CITY OF GIG HARBOR ENGINEERING DIVISION EXISTING PERVIOUS CONCRETE PAVEMENT EXISTING PERMEABLE BALLAST 2' MIN. CUT BACK OVER UNDISTURBED PERMEABLE BALLAST DETAIL NAME TYPICAL PAVEMENT RESTORATION FOR PERVIOUS CONCRETE APPROVED FOR PUBLICATION CITY ENGINEER
CITY OF GIG HARBOR ENGINEERING DIVISION DETAIL NO. 2-50 DATE 08/16 NOTES: 1. To be used only where abutting surfaces are porous asphalt or as directed in writing by City of Gig Harbor. Permeable roads may be required to be patched in an alternate material as directed in writing by City of Gig Harbor. 2. All pavement restoration work shall also meet the requirements of the City of Gig Harbor Public Works standards. For any streets exempt from this policy, compliance with notes 8 and 9 is not required, compliance with note 12 is required. 3. Temporary Surface Restoration: Arterials, industrial areas and/or roads with bus traffic: Temporary patches shall be compacted and leveled to a minimum of 3-inches of hot-mix asphalt (HMA). Residentials and alleys : Temporary patches shall be compacted and leveled to a minimum of 2-inches of either HMA or cold-mix asphalt. Temporary patches between October 1st and March 31st shall be made with HMA unless otherwise approved. 4. All permanent final patches shall be rectangular in shape and constructed parallel and perpendicular to the road centerline. 5. Where existing pavement defects are in close proximity to the new cut, the City Inspector may require additional pavement removal to eliminate the pavement defect. 6. The final cut edge of paved surfaces shall be smooth and straight, consistent with grinding or saw cutting devices. No jagged, broken or undermined edges are allowed. Cutting wheel run-out beyond the limits of the opening shall be filled in accordance with WSDOT Standard Specification 5-04.3(5)C for asphalt concrete surfaces. Joint sealant shall not migrate beyond run-out areas. 7. Final compaction of porous HMA shall meet APWA GSP 5-04.3(10)A General. Isolated patches: Minimum 1 test per patch up to 150 square feet, and 1 test required every additional 300 square feet, thereafter. Trench patches: 1 test every 150 linear feet of trench with a minimum of 2 tests per trench. Testing shall be performed by a certified independent testing laboratory or certified tester, as approved by the City's Inspector. Tests shall be completed and reports identifying the project number submitted to the City's Inspector within 48 hours of test. 8. Longitudinal construction joints shall only be located at the center or edge of affected lanes. Roadways 20 feet or less in width and all alleys are considered one-lane streets. Non-arterial roadways greater than 20 feet in width with no traffic channelization are considered two-lane streets with one-lane either side of the centerline of the street. Non-arterial streets greater than 32 feet in width with no traffic channelization may be considered three lane streets upon prior approval from the City Engineer. 9. Transverse construction joints terminate at the edge of the 2' cut back. 10. Porous HMA and Asphalt Treated Permeable Base (ATPB) pavement shall not be placed over CDF until approved by the City. 11. Where geotextile fabric or geomembrane liner exist under the permeable ballast, replace with same POROUS HMA PAVEMENT PG 70-22ER, SEE TABLE 1 ASPHALT TREATED PERMEABLE BASE (ATPB) PROPOSED PERMEABLE BALLAST (MATCH EXISTING PERMEABLE BALLAST THICKNESS AND GRADATION) CUT BACK ZONE material. Additional width of excavation may be necessary to overlay fabric or liner. Where a liner is used to create a watertigtht barrier, repair per manufacturer's specifications and to maintain a watertight barrier. 12. If remaining pavement adjacent to the patch is less than 3' wide, remove and replace asphalt concrete pavement to match existing (minimum 2"). 13. All pervious surfaces shall be vacuumed immediately after completion of sawcutting to prevent clogging. ARTERIALS & INDUSTRIAL AREAS RESIDENTIALS AND ALLEYS CONSTRUCTION JOINT, SEE NOTE 8 TABLE 1 PAVEMENT REPLACEMENT DEPTH IN CUT BACK ZONE PER WRITTEN AUTHORIZATION ONLY MATCH EXISTING, OR 2" POROUS HMA OVER 3" ATPB, WHICHEVER IS GREATER EXISTING POROUS ASPHALT EXISTING ATPB EXISTING PERMEABLE BALLAST 2' MIN. CUT BACK OVER UNDISTURBED PERMEABLE BALLAST DETAIL NAME TYPICAL PAVEMENT RESTORATION FOR POROUS ASPHALT PAVEMENT APPROVED FOR PUBLICATION CITY ENGINEER
STANDARD PAVEMENT LANE (IF APPLICABLE) CEMENT CONCRETE TRAFFIC CURB, SEE STANDARD PLAN 2-20 (NO GUTTER) PERVIOUS CONCRETE 0-2% TYP. BASE COURSE OR OTHER SUITABLE FILL SLOPE: 2% (MAX) CONCRETE SIDEWALK, SEE STD. PLAN 2-18 STANDARD PAVEMENT LANE (IF APPLICABLE) GEOMEMBRANE BARRIER (SEE NOTE 3) OR CONCRETE BAND PER STD. PLAN 2-65 PERMEABLE BALLAST 1' END GEOMEMBRANE LEVEL GEOTEXTILE, SEE NOTE 4 CEMENT CONCRETE TRAFFIC CURB, SEE STANDARD PLAN 2-20 (NO GUTTER) POROUS HMA ASPHALT TREATED PERMEABLE BASE PREPARE AND PROTECT SUBGRADE PER APWA GSP 4-04.3(5) SHAPING AND COMPACTION 0-2% TYP. 1' 1' END GEOMEMBRANE 4" DEPTH CLEAN CRUSHED BASE COURSE PER WSDOT 9-03.9(3) GEOTEXTILE OR GEOMEMBRANE BARRIER WHEN NEEDED, SEE NOTE 3 BASE COURSE OR OTHER SUITABLE FILL SLOPE: 2% (MAX) PERVIOUS CONCRETE CONCRETE SIDEWALK, SEE STD. PLAN 2-18 GEOMEMBRANE BARRIER (SEE NOTE 3) OR CONCRETE BAND PER STD. PLAN 2-65 PERMEABLE BALLAST NOTES: 1. Permeable ballast shall meet APWA GSP 4-04.2 Gravel Base and 9-03.9(2) Permeable Ballast Opt1 and shall be installed per APWA GSP 4-04.3(5) Shaping and Compaction. 2. Minimum surface longitudinal slope shall be 0.5%. 3. Geomembrane barrier shall provide an impermeable barrier between standard and permeable section. Geomembrane may also be required at the shoulder side of the road. It shall be installed 1" below finished grade of surfacing, as shown. Alternatively, the liner shall fold over the permeable ballast a minimum of 6". Geomembrane barrier seams shall overlap at least 18" 1' END GEOMEMBRANE LEVEL GEOTEXTILE, SEE NOTE 4 PREPARE AND PROTECT SUBGRADE PER APWA GSP 4-04.3(5) SHAPING AND COMPACTION or per manufacturer's recommendations. Geomembrane barrier shall extend the length of the permeable section when adjacent to standard pavement. See Std. Plan 2-65. 4. Geotextile to be provided when recommended by geotechnical professional and shall be required when fines in native subgrade exceed 7% on the #200 sieve. 5. Geotextile for separation per WSDOT 9.33.2(1), woven, Table 3 and installed per WSDOT 2-12.3(1). 6. See Std. Plan 2-13 for minimum pavement section. 1' APPROVED FOR PUBLICATION CITY ENGINEER 1' END GEOMEMBRANE 4" DEPTH CLEAN CRUSHED BASE COURSE PER WSDOT 9-03.9(3) GEOTEXTILE OR GEOMEMBRANE BARRIER WHEN NEEDED, SEE NOTE 3 CITY OF GIG HARBOR ENGINEERING DIVISION DETAIL NAME PERMEABLE ROADWAY WITH IMPERVIOUS SIDEWALK POROUS ASPHALT 7. GSP 5-04.3 Construction Requirements Porous Asphalt (PHMA/PWMA) Acceptance Infiltration Test for porous asphalt or 5-06.3(6)A Infiltration Rate of the Placed Pavement for pervious concrete. sidewalk when approved, see Std. Plan 2-51b. Permeable pavement surfacing shall meet APWA 8. Permeable ballast may be extended under curb and DETAIL NO. 2-51a DATE 08/16
LEVEL 2' 08/16 GEOMEMBRANE BARRIER (SEE NOTE 3) OR CONCRETE BAND PER STD. PLAN 2-65 STANDARD PAVEMENT LANE (IF APPLICABLE) CEMENT CONCRETE TRAFFIC CURB, SEE STANDARD PLAN 2-20 (NO GUTTER) PERMEABLE PAVEMENT (SEE NOTE 6) 0-2% TYP. PERVIOUS CONCRETE SIDEWALK - SEE STD. PLAN 2-18 8" DEPTH AMENDED SOIL (SEE NOTE 7) 2% (MAX) 2% (MAX) MIN. 6" DEPTH AMENDED SOIL (SEE NOTE 7) PERMEABLE BALLAST END GEOMEMBRANE PREPARE AND PROTECT SUBGRADE PER APWA GSP 4-04.3(5) SHAPING AND COMPACTION GEOMEMBRANE BARRIER (SEE NOTE 3) OR CONCRETE BAND PER STD. PLAN 2-65 STANDARD PAVEMENT LANE (IF APPLICABLE) 1' LEVEL GEOTEXTILE, SEE NOTE 4 CEMENT CONCRETE TRAFFIC CURB, SEE STANDARD PLAN 2-20 (NO GUTTER) PERMEABLE PAVEMENT 0-2% TYP. 1' 4" x 20" CLEAN CRUSHED BASE COURSE PER WSDOT 9-03.9(3) PERMEABLE BALLAST - LAYERS MAY BE CONNECTED 3/8" EXPANSION JOINT 2% (MAX) GEOTEXTILE, SEE NOTE 4 PERVIOUS CONCRETE SIDEWALK - SEE STD. PLAN 2-18 2' PERMEABLE ROADWAY WITH PLANTING STRIP AND PERVIOUS SIDEWALK MIN. 6" DEPTH AMENDED SOIL (SEE NOTE 7) LEVEL PERMEABLE BALLAST END GEOMEMBRANE NOTES: 1. Permeable ballast shall meet APWA GSP 4-04.2 Gravel Base and 9-03.9(2) Permeable Ballast Opt1 and shall be installed per APWA GSP 4-04.3(5) Shaping and Compaction. 2. Minimum surface longitudinal slope shall be 0.5%. 3. Geomembrane barrier shall provide an impermeable barrier between standard and permeable section. Geomembrane may also be required at the shoulder side of the road. It shall be installed 1" below finished grade of surfacing, as shown. Alternatively, the liner shall fold over the permeable ballast a minimum of 6". Geomembrane barrier seams shall overlap at least 18" or per manufacturer's recommendations. Geomembrane barrier shall extend the length of the permeable section when adjacent to standard pavement. See Std. Plan 1' LEVEL 4" x 20" CLEAN CRUSHED BASE 1' COURSE PER WSDOT 9-03.9(3) GEOTEXTILE, SEE NOTE 4 PREPARE AND PROTECT SUBGRADE PER APWA GSP 4-04.3(5) SHAPING AND COMPACTION 2-65. 4. Geotextile to be provided when recommended by geotechnical professional and shall be required when fines in native subgrade exceed 7% on the #200 sieve. 5. Geotextile for separation per WSDOT 9.33.2(1), woven, Table 3 and installed per WSDOT 2-12.3(1). Geotextile under sidewalk may be same as under road or WSDOT 9.33.2(1), Tables 1 and 2, nonwoven, moderate survivability. 6. See Std. Plan 2-13 for minimum pavement section. 7. Planting strip soils shall be per BMP L613 (see SWSDM Quantity Design Details 7.1-7.4), if applicable; or scarify or till subgrade to 3-inch depth; place 3-inches of topsoil on surface and till into 5-inches of site soil. Install 3-inches of arborist wood chip mulch or as specified on plans. Topsoil layer with a minimum organic matter content of 10% dry weight in planting beds, and 5% in turf areas, and a ph from 6.0 to 8.0 or matching the ph of the original undisturbed soil. 8. Permeable pavement surfacing shall meet APWA GSP 5-04.3 Construction Requirements Porous Asphalt (PHMA/PWMA) Acceptance Infiltration Test for porous asphalt or 5-06.3(6)A Infiltration Rate of the Placed Pavement for pervious concrete. 9. Permeable ballast may be extended under curb and sidewalk when approved. CITY OF GIG HARBOR ENGINEERING DIVISION PERMEABLE ROADWAY WITH COMBINATION PERVIOUS SIDEWALK DETAIL NAME PERMEABLE ROADWAY WITH PERVIOUS SIDEWALK APPROVED FOR PUBLICATION CITY ENGINEER DETAIL NO. 2-51b DATE
CITY OF GIG HARBOR ENGINEERING DIVISION CONCRETE SIDEWALK SEE STD. PLAN 2-47 PERVIOUS CONCRETE POROUS DATE 08/16 STANDARD PAVEMENT LANE (IF APPLICABLE) CEMENT CONCRETE TRAFFIC CURB, SEE STANDARD PLAN 2-20 (NO GUTTER) PERVIOUS CONCRETE 0-2% TYP. 8" MIN. DEPTH AMENDED SOIL (SEE NOTE 7) 2% (MAX) GEOMEMBRANE BARRIER (SEE NOTE 3) OR CONCRETE BAND PER STD. PLAN 2-65 GEOTEXTILE, SEE NOTE 4 END GEOMEMBRANE PREPARE AND PROTECT SUBGRADE PER APWA GSP END GEOMEMBRANE 2-06.3(3) SUBGRADE FOR PERMEABLE PAVEME CEMENT CONCRETE TRAFFIC CURB, SEE STANDARD PLAN 2-20 (NO GUTTER) STANDARD PAVEMENT LANE (IF APPLICABLE) 1' LEVEL POROUS HMA ASPHALT TREATED PERMEABLE BASE 0-2% TYP. 1' GEOMEMBRANE BARRIER WHEN NEEDED SEE NOTE 3 4" x 20" CLEAN CRUSHED BASE COURSE PER WSDOT 9-03.9(3) 4" MIN. DEPTH PERMEABLE BALLAST BELOW BASE COURSE 8" MIN. DEPTH AMENDED SOIL (SEE NOTE 7) 2% (MAX) GEOMEMBRANE BARRIER (SEE NOTE 3) OR CONCRETE BAND PER STD. PLAN 2-65 PREPARE AND PROTECT SUBGRADE PER APWA GSP NOTES: 2-06.3(3) SUBGRADE FOR PERMEABLE PAVEME 1. Permeable ballast shall meet APWA GSP 4-04.2 Gravel Base and 9-03.9(2) Permeable Ballast Opt1 and shall be installed per APWA GSP 4-04.3(5) Shaping and Compaction. 2. Minimum surface longitudinal slope shall be 0.5%. 3. Geomembrane barrier shall provide an impermeable barrier between standard and permeable section. Geomembrane may also be required at the shoulder side of the road. It shall be installed 1" below finished grade of surfacing, as shown. Alternatively, the liner shall fold over the permeable ballast a minimum of 6". Geomembrane barrier seams shall overlap at least 18" or per manufacturer's recommendations. Geomembrane barrier shall extend the length of the permeable section when adjacent to standard 1' END GEOMEMBRANE LEVEL GEOTEXTILE, SEE NOTE 4 END GEOMEMBRANE pavement. See Std. Plan 2-65. 4. Geotextile to be provided when recommended by geotechnical professional and shall be required when fines in native subgrade exceed 7% on the #200 sieve. 5. Geotextile for separation per WSDOT 9.33.2(1), woven, Table 3 and installed per WSDOT 2-12.3(1). Geotextile under sidewalk may be same as under road or WSDOT 9.33.2(1), Tables 1 and 2, nonwoven, moderate survivability. 6. See Std. Plan 2-13 for minimum pavement section. 7. Planting strip soils shall be per BMP L613 (see SWSDM Quantity Design Details 7.1-7.4), if applicable; or scarify or till subgrade to 3-inch depth; place 3-inches of topsoil on surface and till 1' GEOMEMBRANE BARRIER WHEN NEEDED SEE NOTE 3 4" x 20" CLEAN CRUSHED BASE COURSE PER WSDOT 9-03.9(3) 4" MIN. DEPTH PERMEABLE BALLAST BELOW BASE COURSE into 5-inches of site soil. Install 3-inches of arborist wood chip mulch or as specified on plans. Topsoil layer with a minimum organic matter content of 10% dry weight in planting beds, and 5% in turf areas, and a ph from 6.0 to 8.0 or matching the ph of the original undisturbed soil. 8. Permeable pavement surfacing shall meet APWA GSP 5-04.3 Construction Requirements Porous Asphalt (PHMA/PWMA) Acceptance Infiltration Test for porous asphalt or 5-06.3(6)A Infiltration Rate of the Placed Pavement for pervious concrete. 9. Permeable ballast may be extended under curb and sidewalk when approved, see Std. Plan 2-51b. CONCRETE SIDEWALK SEE STD. PLAN 2-47 ASPHALT DETAIL NAME PERMEABLE ROADWAY WITH PLANTING STRIP APPROVED FOR PUBLICATION CITY ENGINEER DETAIL NO. 2-51c
DETAIL NO. 2-52 DATE 08/16 MINIMUM PERMEABLE BALLAST DEPTH PER PLANS 3% < FINISH GRADE < 10% PERMEABLE PAVEMENT 3% (MAX.) VARIES (12" MAX.) PERMEABLE BALLAST 3% (MAX.) 1:1 MAX. SLOPE GEOTEXTILE FABRIC (IF REQUIRED - SEE NOTE 2) VARIES NOTES: 1. For finish grade no steeper than 10%. 2. Geotextile to be provided between native soil and permeable ballast when recommended by geotechnical professional and shall be required when fines in native subgrade exceed 7% on the #200 sieve. 3. Geotextile for separation under roadways shall be per WSDOT 9.33.2(1), woven, Table 3 and installed per WSDOT 2-12.3(1). Geotextile under sidewalk may be same as under road or WSDOT 9.33.2(1), Tables 1 and 2, nonwoven, moderate survivability. 4. See Std. Plans 2-51a, b and c for permeable roadway sections. 6. See Std. Plans 2-48a and b for permeable sidewalk sections. CITY OF GIG HARBOR ENGINEERING DIVISION DETAIL NAME PERVIOUS PARKING LANE TERRACED SUBGRADE APPROVED FOR PUBLICATION CITY ENGINEER
CITY OF GIG HARBOR ENGINEERING DIVISION DATE 08/16 PERMEABLE PAVEMENT PIPE BEDDING ZONE 12" THICK BENTONITE, CDF, OR OTHER MATERIAL AS APPROVED BY ENGINEER UTILITY PIPE 12" MIN. BEYOND PIPE BEDDING MATERIAL (ALL EDGES) SECTION NOTES: 1. Location on mains per plan sheet. 2. Review design with the City for utilities greater than 36 inches in diameter. 3. For service lines, install trench dams at approximate back of walk where utility services are installed beyond the permeable ballast section. 4. Ductile iron pipe shall be encased in a polyethylene sleeve, meeting the requirements of American Waterworks Association (AWWA). 12" UTILITY PIPE A A 12" PLAN TRENCH WALL (TYP.) TRENCH DAM DETAIL NAME DETAIL NO. TRENCH DAM 2-53 APPROVED FOR PUBLICATION CITY ENGINEER
CEMENT CONCRETE COLLAR (NOT REQUIRED IN NON-TRAFFIC AREAS) CITY OF GIG HARBOR ENGINEERING DIVISION DATE 08/16 CAST IRON FRAME, COVER AND CONCRETE COLLAR PER WSDOT STANDARD PLAN B-85.40-00 WITH LETTERS "MP" ON THE COVER WITH LOCKING COVER FINISHED GRADE 12" THREADED PLUG 6" WATER QUALITY TREATMENT LAYER OR 18" OF SUITABLE NATIVE SOIL FOR PERVIOUS PAVEMENT 12" DEPTH AS SPECIFIED TO BOTTOM OF PERVIOUS PAVEMENT SUBBASE SECTION OR BIORETENTION SOIL MEDIA OR AS SPECIFIED PAVEMENT SECTION / SURFACING PER PLAN 12" DIA PVC PIPE, SDR 35 6" DIA PVC PIPE, SDR 35 BENTONITE OR CDF 6" DIA PERFORATED PVC PIPE PER WSDOT 9-05.2(6) CONSTRUCTION GEOTEXTILE BOTTOM, SIDES AND TOP PER WSDOT 9-33.2(1) TABLES 1 AND 2 GRAVEL BACKFILL FOR DRYWELLS PER WSDOT 9-03.12(5) OR AGGREGATE PER WSDOT 9-03.12(4) GRAVEL BACKFILL FOR DRAINS PREPARED SUBGRADE INVERT ELEV PER PLAN PVC FOOT PLATE DETAIL NAME OBSERVATION/MONITORING PORTS FOR STORMWATER FACILITIES APPROVED FOR PUBLICATION CITY ENGINEER DETAIL NO. 2-54
CITY OF GIG HARBOR ENGINEERING DIVISION 8/16 CEMENT TRAFFIC CURB AND GUTTER STREET 18" OR 24" MIN SEE NOTES 1 AND 2 2% TOP OF BANK ELEVATION OVERFLOW STRUCTURE, PER SWSDM QUANTITY DESIGN DETAILS 26.2 UNLESS SPECIFIED OTHERWISE. RIM SET AT TOP OF PONDING. SEE NOTE 9. BSM BOTTOM WIDTH VARIES, 1' MIN MAX. FREEBOARD, SEE NOTE 8 ADJACENT SLOPE WITH PLANTINGS PONDING DEPTH 12" MAX. 18" MIN SEE NOTE 1 2% MAX. 1" SIDEWALK 6" 1 3 TRANSITION ZONE, SEE NOTE 1 MAX SIDE SLOPE 3:1 SEE NOTES 3 AND 4 TRANSITION ZONE, SEE NOTE 1 2" TO 4" DEPTH ARBORIST WOOD CHIP MULCH ON SIDE SLOPES AND BOTTOM NOTES: 1. See Std. Plans 2-57a and b for plan view. See Std. Plan 2-56 for transition zone requirements. 2. 24-inch minimum required where adjacent to parking. 3. Avoid compaction of existing subgrade below facility. 4. Scarify subgrade 3-inches minimum before bioretention soil media installation. 5. Plantings per Std. Plan 2-66 and plans. 6. Plantings adjacent to parking shall be selected and spaced to allow pedestrian access to vehicles. 7. Sizing and design of facility per Volume III Section 3.4 of the SWSDM. 18" MIN. BIORETENTION SOIL MEDIA (BSM) THICKNESS TO EXTEND TO TOP OF PONDING DEPTH 8. Freeboard depth varies (2-inches or 6-inches) depending upon size of drainage area. For freeboard, ponding and overflow depth, see Volume III section 3.4 of the SWSDM. 9. Overflow type depends on project design. See SWSDM Quantity Design Details 26.2. Alternate overflow type may be allowed. 10. Side slopes steeper than 3:1 may be approved if overall facility depth is less than 3 feet from top of mulch to top of facility. 11. Inlet elevation to be above freeboard elevation. DETAIL NAME DETAIL NO. BIORETENTION 2-55a APPROVED FOR PUBLICATION CITY ENGINEER DATE
SIDEWALK DATE 08/16 CEMENT TRAFFIC CURB AND GUTTER STREET 18" OR 24" MIN SEE NOTES 1 AND 2 2% TOP OF BANK ELEVATION OVERFLOW STRUCTURE, PER STD. PLAN SWSDM QUANTITY DESIGN DETAILS 26.2 UNLESS SPECIFIED OTHERWISE. RIM SET AT TOP OF PONDING. SEE NOTE 9. BSM BOTTOM WIDTH VARIES, 1' MIN MAX. FREEBOARD, SEE NOTE 8 ADJACENT SLOPE WITH PLANTINGS PONDING DEPTH 12" MAX. 18" MIN SEE NOTE 1 2% MAX. 1" 6" TRANSITION ZONE, SEE NOTE 1 1 3 NOTES: 18" MIN. 1. See Std. Plans 2-57a and b for plan view. See Std. Plan 2-56 for transition zone requirements. 2. 24-inch minimum required where adjacent to parking. 3. Avoid compaction of existing subgrade below facility. 6" MIN. 4. Scarify subgrade 3-inches minimum before bioretention soil media installation. 5. Plantings per Std. Plan 2-66 and plans. UNDERDRAIN BEDDING, 18" MIN. OR WHEN MEETING SWMM MIN. REQ. #5, FULL BOTTOM WIDTH AND LENGTH 6. Plantings adjacent to parking shall be selected and spaced to allow pedestrian access to vehicles. 7. Sizing and design of facility per Volume III Section 3.4 of the SWSDM. APPROVED FOR PUBLICATION CITY ENGINEER CITY OF GIG HARBOR ENGINEERING DIVISION DETAIL NAME BIORETENTION WITH UNDERDRAIN UNDERDRAIN BEDDING, SEE NOTE 12 8. Freeboard depth varies (2-inches or 6-inches) depending upon size of drainage area. For freeboard, ponding and overflow depth, see Volume III Section 3.4 of the SWSDM. MAX SIDE SLOPE 3:1 SEE NOTES 3 AND 4 9. Overflow type depends on project design. See SWSDM Quantity Design Details 26.2. Alternate overflow type may be allowed. 10. Side slopes steeper than 3:1 may be approved if overall facility depth is less than 3 feet from top of mulch to top of facility. 11. Inlet elevation to be above freeboard elevation. 6" MIN. 12. Underdrain bedding per WSDOT 9-03.12(4) Gravel Backfill for Drains. TRANSITION ZONE, SEE NOTE 1 2" TO 4" DEPTH ARBORIST WOOD CHIP MULCH ON SIDE SLOPES AND BOTTOM 18" MIN. BIORETENTION SOIL MEDIA (BSM) THICKNESS TO EXTEND TO TOP OF PONDING DEPTH UNDERDRAIN PIPE, 6" MIN. Ø SLOTTED PVC PER ASTM D1785 SCH 40. SLOTS PER SWSDM. SLOPE PIPE AT 0.5% MIN. UNLESS OTHERWISE SPECIFIED DETAIL NO. 2-55b
SIDEWALK CEMENT TRAFFIC CURB AND GUTTER STREET 18" OR 24" MIN SEE NOTES 1 AND 2 2% MAX. 6" TOP OF BANK ELEVATION OVERFLOW STRUCTURE, PER STD. PLAN SWSDM QUANTITY DESIGN DETAILS 26.2 UNLESS SPECIFIED OTHERWISE. RIM SET AT TOP OF PONDING. SEE NOTE 12. BSM BOTTOM WIDTH VARIES, 1' MIN FREEBOARD SEE NOTE 10 PONDING DEPTH 12" MAX. ADJACENT SLOPE WITH PLANTINGS 18" OR 24" MIN SEE NOTE 1 2% MAX. 1" LINER KEY PER MANUFACTURER'S RECOMMENDATIONS (TYP), KEY SHALL NOT UNDERMINE EXISTING INFRASTRUCTURE AS APPLICABLE NOTES: TRANSITION ZONE, SEE NOTE 1 INSTALL LINER TO CREATE A WATERTIGHT INSTALLATION PER MANUFACTURER'S REQUIREME. SEE NOTE 3. 1. See Std. Plans 2-57 and b for plan view. See Std. Plan 2-56 for transition zone requirements. 2. 24-inch minimum required where adjacent to parking. 3. Geomembrane liner per SWSDM and shall be PVC with a minimum thickness of 30 mils and in accordance with ASTM D7176. Seams shall be waterproof. Liner to create a watertight installation to top of freeboard. Prepare subgrade for liner per Engineer. Liner specification may vary based on site conditions. 4. Penetrations through facility liner shall be watertight and shall prevent preferential flow into utility trenches (e.g. water stop, trench block, or trench collar), as appropriate. 6" MIN. OPTIONAL GEOTEXTILE BELOW LINER SEE NOTE 5. 6" MIN. (EACH SIDE) UNDISTURBED NATIVE SUBGRADE 1 3 6" WIDTH VARIES 18" MIN. 5. Provide geotextile under PVC liner to protect liner from sharp rocks if recommended by liner manufacturer. Geotextile per liner manufacturer. 6. Liner secured at top and/or keyed per manufacturer. All seams to be sealed and waterproof per manufacturer and all penetrations to be booted. Liner shall be installed and seamed to create a watertight installation to top of freeboard. 7. Plantings per Std. Plan 2-66 and plans. 8. Plantings adjacent to parking shall be selected and spaced to allow pedestrian access to vehicles. 9. Sizing and design of facility per Volume III Section 3.4 of the SWSDM. APPROVED FOR PUBLICATION CITY ENGINEER CITY OF GIG HARBOR ENGINEERING DIVISION DETAIL NAME BIORETENTION WITH LINER AND UNDERDRAIN TRANSITION ZONE, SEE NOTE 1 2 TO 4" DEPTH ARBORIST WOOD CHIP MULCH ON SIDE SLOPES AND BOTTOM 18" MIN. BIORETENTION SOIL MEDIA (BSM) THICKNESS TO EXTEND TO TOP OF PONDING DEPTH UNDERDRAIN BEDDING, SEE NOTE 11 UNDERDRAIN PIPE, 6" MIN. Ø SLOTTED PVC PER ASTM D1785 SCH 40. SLOTS PER SWSDM. SLOPE PIPE AT 0.5% MIN UNLESS OTHERWISE SPECIFIED 10. Freeboard depth varies (2-inches or 6-inches) depending upon size of drainage area. For freeboard, ponding and overflow depth, see SWSDM BMP L630. 11. Underdrain bedding per WSDOT 9-03.12(4) Gravel Backfill for Drains. 12. Overflow type depends on project design. See SWSDM Quatity Design Details 26.2. Alternate overflow type may be allowed. 13. Side slopes steeper than 3:1 may be approved if overall facility depth is less than 3 feet from top of mulch to top of facility. 14. Inlet elevation to be above freeboard elevation. DETAIL NO. 2-55c DATE 08/16
CITY OF GIG HARBOR ENGINEERING DIVISION 08/16 NOTES: 1. 1-inch grade change from edge of sidewalk, curb and/or other hard surface. 2. 2% max. slope for shoulder / level area. CONCRETE CURB STREET 1" 18" OR 24" MIN. SEE NOTE 3 2% TOP OF BANK ELEVATION 3. Shoulder / level area width to be 24-inches minimum when adjacent to driveway, on street parking or driving surface with flush or no curb. Plantings adjacent to parking shall be selected and spaced to allow access to vehicles. 4. Compact transition zone soil to 90% max. modified proctor density (ASTM D1557). 5. Transition zone soil shall be per Volume III Section 3.1 of the SWSDM (Ecology BMP T5.13) option 2 or 4 (SWSDM Quantity Design Details 34.2 and 34.4) as applicable or per Note 6. 6. Soil amendment: scarify or till subgrade to 3-inch depth. Place 3-inches of topsoil on surface and till into 5-inches of site soil. Install 3-inches woodchip mulch or as specified on plans. Scarification does not apply to lined facilities. Topsoil shall have a minimum organic matter content of 10% dry weight in planting beds, and 5% in turf areas and a ph from 6.0 to 8.0 or matching the ph of the original undisturbed soil. 7. 18" minimum bioretention soil media (BSM) to top of ponding depth. TRANSITION ZONE SOIL, SEE NOTE 5 2 TO 4" DEPTH ARBORIST WOOD CHIP MULCH TOP OF FREEBOARD TOP OF PONDING SLOPED BIORETENTION SECTION ADJACENT TO CURB 6" 18" OR 24" MIN SEE NOTE 3 2% 1" TOP OF FREEBOARD TOP OF PONDING BIORETENTION SOIL MEDIA (BSM) SEE NOTE 7 SIDEWALK, DRIVEWAY OR DRIVING SURFACE 8. See Std. Plan 2-55a, b, and c for bioretention cross sections and Std. Plans 2-57a and b for plan views. 9. See Std. Plan 2-60 for curb cuts or Std. Plan 2-61 for trench drain inlets. 10. For facilities with liners, provide liner anchor per manufacturer's recommendations, see Std. Plan 2-55c. TRANSITION ZONE SOIL, SEE NOTE 5 2" TO 4" DEPTH ARBORIST WOOD CHIP MULCH BIORETENTION SOIL MEDIA (BSM) SEE NOTE 7 SLOPED BIORETENTION ADJACENT TO SIDEWALK, DRIVEWAY OR DRIVING SURFACE WITH NO OR FLUSH CURB DETAIL NAME DETAIL NO. TRANSITION ZONE SECTIONS 2-56 APPROVED FOR PUBLICATION CITY ENGINEER DATE
DETAIL NAME BIORETENTION WITH SLOPED MAX 1 (TYP) 3 DETAIL NO. PLANTER VEGETATION PER PLANS AND PLANTING GUIDANCE PER STD. PLAN 2-66 BOTTOM OF FACILITY (TYP) TOP OF FACILITY (TYP) CENTERLINE OF FACILITY STREET OVERFLOW STRUCTURE PER SWSDM QUANTITY DESIGN DETAIL 26.2 IF SHOWN ON PLAN BOTTOM WIDTH IS CONSTANT A A WIDTH VARIES SEE PLANS SIDEWALK FACE OF CURB STREET GRADE NOTES: 1. Plantings per Std. Plan 2-66 and plans. CURB CUT PER STD. PLAN 2-60 SEE NOTE 2 PLAN CURB CUT PER STD. PLAN 2-60 (IF REQUIRED) 2. Location, distance between curb cuts, and number of curb cuts vary with facility length and road slope. See plan for location. 3. Inlet and overflow elevation per plans. 2" OR 6" MIN FREEBOARD, SEE NOTE 4 (TYP) TOP OF FACILITY TOP OF PONDING WATER SURFACE = OVERLOW ELEVATION. VARIES 4. Freeboard depth varies (2-inches to 6-inches) depending upon size of drainage area. See Volume III Section 3.4 of the SWSDM. Freeboard depth per plans. BOTTOM OF FACILITY 3 1 MAX (TYP) 5. Weirs or terracing may also be used, see plans. 6. See Std. Plan 2-56 for transition zone beyond top of facility. 7. See Std. Plans 2-55a, b and c for section view. SEE PLANS FOR SLOPE. SLOPE IS SIMILAR TO / MATCHES LONGITUDINAL SLOPE OF THE ROAD. MAX BOTTOM SLOPE 3% FACILITY (LENGTH VARIES) SECTION A-A CITY OF GIG HARBOR ENGINEERING DIVISION SIDES, CONSTANT BOTTOM WIDTH 2-57a APPROVED FOR PUBLICATION 08/16 CITY ENGINEER DATE
WIDTH VARIES, SEE PLANS STREET SIDEWALK CITY OF GIG HARBOR ENGINEERING DIVISION DETAIL NO. 2-57b DATE A 08/16 PLANTER VEGETATION PER PLANS AND PLANTING GUIDANCE PER STD. PLAN 2-66 BOTTOM OF FACILITY (TYP) TOP OF FACILITY (TYP) CENTERLINE OF FACILITY A OVERFLOW STRUCTURE PER SWSDM QUANTITY DESIGN DETAIL 26.2 IF SHOWN ON PLAN BOTTOM WIDTH VARIES NOTES: 1. Plantings per Std. Plan 2-66 and plans. 2. Location, distance between curb cuts, and number of curb cuts vary with facility length and road slope. Provide a minimum one curb cut per facility. See plan for location. 3. Inlet and overflow elevation per plans. 4. Freeboard depth varies (2-inches to 6-inches) depending upon size of drainage area. See Volume III Section 3.4 of the SWSDM. Freeboard depth per plans. 5. See Std. Plan 2-56 for transition zone beyond top of facility. 6. Weirs or terracing may also be used, see plans. 7. See Std. Plans 2-55a, b and c for section view. FACE OF CURB CURB CUT PER STD. PLAN 2-60 SEE NOTE 2 2" OR 6" MIN FREEBOARD, SEE NOTE 4 (TYP) TOP OF FACILITY BOTTOM OF FACILITY, LEVEL FACILITY (LENGTH VARIES) PLAN CURB CUT PER STD. PLAN 2-60 (IF REQUIRED) STREET GRADE TOP OF PONDING WATER SURFACE = OVERFLOW ELEVATION. SEE NOTE 3. 3 SECTION A-A 1 MAX (TYP) VARIES MAX 1 (TYP) 3 DETAIL NAME BIORETENTION WITH SLOPED SIDES, VARYING BOTTOM WIDTH APPROVED FOR PUBLICATION CITY ENGINEER
INFLOW OUTFLOW CITY OF GIG HARBOR ENGINEERING DIVISION BULBOUT WIDTH VARIES, SEE NOTE 3 DETAIL NO. 2-58 DATE 08/16 COBBLES PER STD. PLAN 2-59 BOTTOM OF FACILITY (SHAPE VARIES - SEE PLANS) SIDEWALK PLANTER VEGETATION PER LANDSCAPE PLANS & PLANTING GUIDANCE PER STD. PLAN 2-66 TOP OF FACILITY 18" 18" OUTLET - BULBOUT CURB CUT PER STD. PLAN 2-59 R=15' (TYP) CEMENT CONC TRAFFIC CURB & GUTTER PER STD. PLAN 2-20 INLET - BULBOUT CURB CUT PER STD. PLAN 2-59 OPTIONAL INLET CURB CUT & COBBLES PER STD. PLAN 2-60, 2-62 LENGTH VARIES, SEE NOTE 3 STREET R=15' (TYP) STREET WIDTH VARIES, SEE NOTE 3 PLAN NOTES: 1. Existing and proposed utility lines shall be located out of facility unless otherwise approved by Engineer. 2. Abandoned utilities within footprint of facility shall be removed as needed. Coordinate with utility provider and Engineer. 3. Curb bulbout width and street width varies with street type (e.g. arterial vs. residential). Maximum widths and lengths to be determined by City based on street. 4. See Standard Plans 2-55a, 2-55b, 2-55c for section. 5. Overflow structure per SWSDM Quantity Design Details 26.2, if shown on plans. Both curb cuts may be inlets if shown on plans and alternate overflow is provided. DETAIL NAME CURB BULBOUT WITH SLOPED SIDES BIORETENTION APPROVED FOR PUBLICATION CITY ENGINEER
08/16 PC PER PLAN RADIUS OF CURB BULB PER PLAN INLET DEPRESS CURB 1" AT INTERFACE BETWEEN GUTTER AND CONCRETE PAD CONCRETE CURB & GUTTER PER STD. PLAN 2-20 6" MIN. GUTTER 12" SEE NOTE 1 STREET GUTTER SLOPE 1.0% MIN. GUTTER ELEV STREET 6" 12" CURB OPENING TYPE 1 PLAN VIEW 6" A 12" SEE NOTE 1 2% A PT PER PLAN 4" THICK CONCRETE GUTTER EXTENSION (3) RAISED PAVEMENT MARKERS (REFLECTIVE WHITE) EQ. SPACED IN DIRECTION OF TRAVEL AND CENTERED IN GUTTER PAN EXTEND COBBLES AT 18" WIDTH TO BOTTOM OF FACILITY 8" MIN. DEPTH COBBLES (TYP) SEE NOTE 3 CURB RETURN NOTES: 1. Taper curb height from top of curb to top of concrete gutter extension. 2. See City of Gig Harbor Public Works standards for limits of restoration on existing roadways. 3. Cobbles shall be 6" cobbles per WSDOT 9-03.11(2). 4. See Std. Plan 2-58for curb bulb with bioretention. 5. Type 1 for traffic flow from bulbout toward standard road section. Type 2 for traffic flow from standard road section toward bulbout. 6. Pavement marking may be required per City of Gig Harbor Public Works. TOP OF CURB, SEE NOTE 1 TOP OF MULCH 4" THICK CONCRETE GUTTER EXTENSION 2% 12" CONCRETE CURB & GUTTER PER STD. PLAN 2-20 BIORETENTION FACILITY RADIUS OF CURB BULB PER PLAN OUTLET - DEPRESS CURB 1" AT INTERFACE BETWEEN GUTTER AND GUTTER EXTENSION CONCRETE CURB & GUTTER PER STD. PLAN 2-20 CURB OPENING TYPE 2 STREET 4" (MIN) CONCRETE 12" SUBGRADEGUTTER EXTENSION PLAN VIEW SECTION A-A DETAIL NAME CITY OF GIG HARBOR ENGINEERING DIVISION DETAIL NO. Bulbout (inline) Curb Cut 2-59 APPROVED FOR PUBLICATION CITY ENGINEER DATE
6" (TYP) MODIFIED CONC CURB & GUTTER PER STD. PLAN 2-20 MATCH EXISTING A 6" GRADE BREAK FOR DEPRESSION (TYP.) COBBLES PER NOTE 2 B NOTES: 1. For curb cuts into bioretention see SWSDM BMP L630. 2. Cobbles shall be 6" cobbles per WSDOT 9-03.11(2). Cobble pad to be 8" thick by the width of the concrete pad plus 6 inches on either side (width 24" min. to 30" max.) for 12" from opening then taper to 12" wide. 12" 6" 6" 6" CONCRETE CURB & GUTTER PER STD. PLAN 2-20 B 12" 12" A TOP OF CURB GUTTER LINE 12" GUTTER LINE 12" MIN. TOP OF CURB TO 18" MAX. SEE NOTE 1 12" 12" MIN. TO 18" MAX. 3' MIN. INLET CURB CUT OPENING STREET MATCH EX. CROSS SLOPE TYPICAL GUTTER ELEVATION FLOW LINE REFERENCE LOCATION STREET 6" 6" 6" 6" SEE STD. PLAN 2-18 TOP OF BANK ELEVATION 2' GUTTER SLOPE DEPRESS GUTTER 1" AT OPENING BOTTOM 6" (TYP) SECTION A-A GUTTER SLOPE 6" (TYP) 6" COBBLES, SEE NOTE 2 4" CSTC MODIFIED CONC CURB & GUTTER DEPRESS GUTTER 1" PROVIDE 2" MIN. TOTAL ELEVATION DIFFERENCE FROM TYPICAL GUTTER ELEVATION TO TOP OF ROCK AT END OF CONCRETE PAD SECTION B-B COMPACT BIORETENTION SOIL MIX UNDER COBBLES TO 90% MAX. MODIFIED PROCTOR DENSITY (ASTM D1557) CITY OF GIG HARBOR ENGINEERING DIVISION DETAIL NAME CURB CUT FOR FACILITY WITH GRADED SIDE SLOPES APPROVED FOR PUBLICATION CITY ENGINEER DETAIL NO. 2-60 DATE 08/16